满堂支架计算书图表相关

1、附件1 现浇箱梁满堂支架受力计算书一、现浇箱梁满堂支架布置及搭设要求采用wdj碗扣式多功能脚手杆搭设，使用与立杆配套的横杆及立杆可调底座、立杆可调托撑。立杆顶设二层方木，立杆顶托上纵向设15×15cm方木；纵向方木上设10×10cm的横向方木，其中在墩顶端横梁和跨中横隔梁下间距不大于0.25m（净间距0.15m）、在跨中其他部位间距不大于0.3m（净间距0.2m）。模板宜用厚1.5cm的优质竹胶合板，横板边角宜用4cm厚木板进行加强，防止转角漏浆或出现波浪形，影响外观。具体布置见下图：支架横断面图、支架搭设平面图、支架搭设纵断面图 支架横断面图cknr0支架搭设平面图支架搭

2、设纵断面图cknr0主桥和引桥立杆的纵、横向间距及横杆步距等搭设要求如下：（1）30m+45m+30m顶推现浇箱梁支架立杆采用横桥向间距×纵桥向间距×步距为60cm×60cm×120cm、60cm×90cm×120cm和90cm×90cm×120cm三种布置形式的支架结构体系，其中：横桥向中心8.4m范围间距60cm，两侧翼缘板3.6m范围间距90cm。纵桥向墩旁两侧各4.0m范围内的支架间距60cm；除墩旁两侧各4m之外的其余范围内的支架间距90cm，跨中横隔板下1.5m范围内的支架顺桥向间距加密至60cm。（2

3、）2*27.45m、4*29.439m、3*28.667m、4*28.485m现浇箱梁支架立杆采用横桥向间距×纵桥向间距×步距为60cm×60cm×120cm、60cm×90cm×120cm和90cm×90cm×120cm三种布置形式的支架结构体系，其中：横桥向中心8.4m范围间距60cm，两侧翼缘板3.6m范围间距90cm。纵桥向墩旁两侧各4.0m范围内的支架间距60cm；除墩旁两侧各4m之外的其余范围内的支架间距90cm。二、现浇箱梁支架验算本计算书分别以顶推梁30m+45m+30m等截面预应力混凝土箱形连续梁

4、（单箱双室）和4*28.485m等截面预应力混凝土箱形连续梁（单箱双室）为例，对荷载进行计算及对其支架体系进行检算。1、荷载分析根据本桥现浇箱梁的结构特点，在施工过程中将涉及到以下荷载形式： f1 箱梁自重荷载，新浇混凝土密度取2700kg/m³(含钢筋重)。 f2 施工人员、施工材料和机具荷载，按均布荷载计算，取f2 = 2.5 kn/ f3 振捣混凝土产生的荷载，取f3 = 2.0 kn/。 f4 箱梁内模、底模、内模支撑及外模支撑荷载，按均布荷载计算，取f4 = 2.0 kn/。 f5 方木 方木单位重取600kg/m³ f5取0.465kn/ f6 浇筑混凝土时产生

5、的冲击荷载，取f6=2.0kn/ f7 风荷载，取f7=0.7×0.6×0.84×0.45=0.16kn/（风荷载体型系数取0.6，风压高度变化系数取0.84，郑州基本风压取0.45，取自建筑结构荷载规范）2、截面选择根据现浇箱梁结构特点(箱梁结构图见附图)，顶推连续梁取11截面（墩顶及横梁，60cm×60cm×120cm布置受力最大位置）、55截面（60cm×60cm×120cm布置受力位置）、现浇连续梁取截面（墩顶及横梁，60cm×60cm×120cm布置受力最大位置）、截面（60cm×90

6、cm×120cm布置受力位置）四个代表截面进行支架体系检算。3、荷载计算（1）11截面（墩顶及横隔梁）处支架受力最大的部位为中腹板下方，故取此部分进行受力计算= 2.8×27 = 75.6kn/偏安全考虑，箱梁荷载取1.2倍计算f1 = 1.2×75.6 = 90.72kn/ 底模强度检算箱梁底模采用高强度竹胶板，板厚t = 15mm。竹胶板方木背肋间距为15cm。 q = (f1+f2+f3+f4+f6+f7)×0.15= (90.72+2.5+2.0+2.0+2.0+0.16)×0.15 = 14.92kn/m模板力学性能：弹性模量：e =

7、 0.1 ×105 mpa截面惯性矩：i = bh3/12 = 15×1.53/12 = 4.218cm4截面抵抗矩：w = bh2/6 = 15×1.52/6 = 5.625cm³跨中最大弯矩：m = ql2/8 = (14.92×0.152)/8 = 0.042kn·m弯拉应力：= m/w = (0.042×103)/(5.625×10-6) = 7.47mpa <【】= 11mpa挠度：f=(5ql4)/384ei=(5×14.92×0.154)/(384×0.1×

8、;105×4.218×10-8)=0.233mm < l/400 = 0.375mm 综上,底模强度满足要求。 横向木枋强度检算横向方木为10×10cm方木，跨径为0.6m，中对中间距为0.25m.横向方木力学性能：截面抵抗矩：w = bh2/6 = (0.1×0.12)/6 = 1.67×10-4m³截面惯性矩：i = bh3/12 = (0.1×0.13)/12 = 8.33×10-6m4q=(f1+f2+f3+f4+f6+f7)×0.25=(90.72+2.5+2.0+2.0+2.0+0.16

9、)×0.25 =24.86kn/m跨中最大弯矩： m = ql2/8 = (24.86×0.62)/8 = 1.12kn·m东北落叶松容许抗弯应力【】= 14.5mpa.弹性模量：e = 11×103mpa抗弯强度检算= m/w = (1.12×103)/(1.67×10-4) = 6.67mpa < 【】= 14.5mpa抗剪强度检算q = ql = 24.86×0.6= 14.92 kna = 0.1×0.1=0.01=q/2a = 14.92×10-3/（2×0.01） = 0.75

10、mpa < 【】= 2.3mpa刚度验算 f = 5ql4/384ei = (5×24.86×0.64)/(384×11×103×8.33×10-6)= 0.458mm < l/400 = 1.5mm综上，横向木枋强度满足要求。 纵向木枋强度检算纵向木枋为15×15cm.跨径为0.6m.间距为0.6m.截面惯性矩:i = bh3/12 = 0.15×0.153/12 = 4.22×10-5m4截面抵抗矩:w = bh2/6 = 0.15×0.152/6 = 5.625×10

11、-4m³先按荷载为集中荷载进行检算0.6m长纵梁上承担的每根横梁重量为:0.1×0.1×0.6×6 = 0.036knq=0.036/0.6=0.06kn/m作用在横梁上的集中荷载为p = q横×0.6+0.081 = 24.86×0.6+0.036 = 14.95kn跨中最大弯矩:m =p(a2b+ab2+l3/8)/l2=14.95×0.6×(0.052×0.55+0.552×0.05+0.63/8)/0.62=1.12kn·m东北落叶松容许抗弯应力【】= 14.5mpa.弹性模量

12、e = 11×103mpa横梁弯拉应力:= m/w = (1.12×103)/( 5.625×10-4) = 1.98mpa <【】= 14.5mpa.抗剪强度检算q = p= 14.95 kna = 0.15×0.15=0.0225=3q/2a = (3×14.95×10-3)/（2×0.0225）= 0.997mpa < 【】= 2.3mpa 横梁挠度f =(a(3l2-4a2)*2+l3)p/48ei =(0.05×(3×0.62-4×0.052)×2+0.63)&#

13、215;14.95/（48×11×106×4.22×10-5） =0.216mm < l/400 = 1.5mm再按荷载为均布荷载进行检算作用于纵梁上的均布荷载为:q纵 = (f1+f2+f3+f4+f6+f7)×0.6+0.06 = 59.73kn/m跨中最大弯矩为:m = ql2/8 = 59.73×0.62/8 = 2.69kn·m横梁弯拉应力= m/w = 2.69/(5.625×10-4) = 4.78mpa < 【】= 14.5mpa 抗剪强度检算 q = ql = 59.73×0

14、.6= 35.838kna = 0.15*0.15=0.0225=q/2a = 35.838×10-3/（2×0.0225） = 0.796mpa < 【】= 2.3mpa横梁挠度检算f = 5ql4/384ei = (5×59.73×0.64)/(384×11×106×4.22×10-5)= 0.215mm < l/400 = 1.5mm综上,纵梁强度满足要求. 碗扣架强度稳定性检算碗扣架布置间距为60×60cm,所以每根钢管承受上部60×60cm面积的重量,由箱梁的构造可知,腹板

15、下方的碗扣架受力最大.正中立杆进行验算，f = 1.2×27×2.8×0.6×0.6+ (f2+f3+f4+f5+f6+f7)×0.6×0.6 = 35.97kn根据建筑施工碗扣式钢管脚手架安全技术规范5.1.7查得碗扣架规格为48×3.5mm,l = 120cm,回转半径为1.58cm，根据建筑施工碗扣式钢管脚手架安全技术规范5.1.6查得q235a级钢材抗压设计值f=205n/mm2 = l / i = 120/1.58= 76 参照建筑施工碗扣式钢管脚手架安全技术规范查附录e得0.744。s = 3.14×(

16、48/2)2-(48-2.8*2)2/4)= 397.6mm2(偏安全考虑，壁厚取2.8mm)f = 35.97×103/（0.744×397.6）= 121.6n/ mm2< 【f】= 205n/mm2综上,碗扣架抗压强度和稳定性满足要求. 地基承载力检算地基处理将杂填土挖除,然后换填60cm厚三七灰土,上面浇筑20cm厚c25砼.碗扣架下面用底托支撑,示意图如下顶托底的承载力为35.97/(0.15×0.15) = 1598.7kpa三七灰土和砼扩散角均按30o计2×0.45tan30o = 0.921598.7×0.152/(0.1

17、5+0.92)2 = 31.4kpa < 180kpa（2）55截面处支架受力最大的部位为中腹板下方，故取此部分进行受力计算= 2.8×27 = 75.6kn/偏安全考虑，箱梁荷载取1.2倍计算f1 = 1.2×75.6 = 90.72kn/ 底模强度检算箱梁底模采用高强度竹胶板，板厚t = 15mm。竹胶板方木背肋间距为15cm。 q = (f1+f2+f3+f4+f6+f7)×0.15= (90.72+2.5+2.0+2.0+2.0+0.16)×0.15 = 14.92kn/m模板力学性能：弹性模量：e = 0.1 ×105 mpa截

18、面惯性矩：i = bh3/12 = 15×1.53/12 = 4.218cm4截面抵抗矩：w = bh2/6 = 15×1.52/6 = 5.625cm³跨中最大弯矩：m = ql2/8 = (14.92×0.152)/8 = 0.042kn·m弯拉应力：= m/w = (0.042×103)/(5.625×10-6) = 7.47mpa <【】= 11mpa挠度：f=(5ql4)/384ei=(5×14.92×0.154)/(384×0.1×105×4.218

19、5;10-8)=0.233mm < l/400 = 0.375mm 综上,底模强度满足要求。 横向木枋强度检算横向方木为10×10cm方木，跨径为0.6m，中对中间距为0.3m.横向方木力学性能：截面抵抗矩：w = bh2/6 = (0.1×0.12)/6 = 1.67×10-4m³截面惯性矩：i = bh3/12 = (0.1×0.13)/12 = 8.33×10-6m4 q = (f1+f2+f3+f4+f6+f7)×0.3 = (90.72+2.5+2.0+2.0+2.0+0.16)×0.3 = 29.

20、84kn/m跨中最大弯矩： m = ql2/8 = (29.84×0.62)/8 = 1.34kn·m东北落叶松容许抗弯应力【】= 14.5mpa.弹性模量：e = 11×103mpa抗弯强度检算= m/w = (1.34×103)/(1.67×10-4) = 8.0mpa < 【】= 14.5mpa抗剪强度检算q = ql = 29.84×0.6= 17.9 kna = 0.1×0.1=0.01=q/2a = 17.9×10-3/（2×0.01） = 0.895mpa < 【】= 2.3mp

21、a刚度验算 f = 5ql4/384ei = (5×29.84×0.64)/(384×11×103×8.33×10-6)= 0.55mm < l/400 = 1.5mm综上，横向木枋强度满足要求。 纵向木枋强度检算纵向木枋为15×15cm.跨径为0.9m.间距为0.6m.截面惯性矩:i = bh3/12 = 0.15×0.153/12 = 4.22×10-5m4截面抵抗矩:w = bh2/6 = 0.15×0.152/6 = 5.625×10-4m³先按荷载为集中荷载进

22、行检算0.6m长纵梁上承担的每根横梁重量为:0.1×0.1×0.6×6 = 0.036knq=0.036/0.6=0.06kn/m作用在横梁上的集中荷载为p = q横×0.6+0.036 = 29.84×0.6+0.036 = 17.94kn跨中最大弯矩:m =p(a2b+ab2+l3/8)/l2=17.94×0.6×(0.152×0.75+0.752×0.15+0.93/8)/0.92=2.56kn·m东北落叶松容许抗弯应力【】= 14.5mpa.弹性模量e = 11×103mpa横

23、梁弯拉应力:= m/w = (2.56×103)/( 5.625×10-4) = 4.55mpa <【】= 14.5mpa.抗剪强度检算q = p= 17.94 kna = 0.15*0.15=0.0225=3q/2a = (3×17.94×10-3)/（2×0.0225）= 1.2mpa < 【】= 2.3mpa横梁挠度f =(a(3l2-4a2)*2+l3)p/48ei =(0.15×(3×0.92-4×0.152)×2+0.93)×17.94/ （48×11×

24、;106×4.22×10-5） =1.15mm < l/400 =2.25mm再按荷载为均布荷载进行检算作用于纵梁上的均布荷载为:q纵 = (f1+f2+f3+f4+f6+f7)×0.6+0.06 = 58.74kn/m跨中最大弯矩为:m = ql2/8 = 58.74×0.92/8 = 6.05kn·m横梁弯拉应力= m/w = 6.05/(5.625×10-4) = 10.9mpa < 【】= 14.5mpa 抗剪强度检算 q = ql = 58.74×0.9= 52.866kna = 0.15*0.15=0

25、.0225=q/2a = 52.866×10-3/（2×0.0225） = 1.17mpa < 【】= 2.3mpa横梁挠度检算f = 5ql4/384ei = (5×58.866×0.94)/(384×11×106×4.22×10-5)= 1.08mm < l/400 = 2.25mm综上,纵梁强度满足要求. 碗扣架强度稳定性检算碗扣架布置间距为60×90cm,所以每根钢管承受上部60×90cm面积的重量,由箱梁的构造可知,腹板下方的碗扣架受力最大.正中立杆进行验算，f =1.2&

26、#215;【27×（2.8×0.6-0.71）】×0.9+(f2+f3+f4+f5+f6+f7)×0.6×0.9= 32.25kn根据建筑施工碗扣式钢管脚手架安全技术规范5.1.7查得碗扣架规格为48×3.5mm,l = 120cm,回转半径为1.58cm，根据建筑施工扣件式钢管脚手架安全技术规范5.1.6查得q235a级钢材抗压设计值f=205n/mm2 = l / i = 120/1.58= 76 参照建筑施工碗扣式钢管脚手架安全技术规范查附录e得0.744。s = 3.14×(48/2)2-(48-2.8*2)2/4)

27、= 397.6mm2(偏安全考虑，壁厚取2.8mm)f = 32.25×103/（0.744×397.6）= 109.02n/ mm2< 【f】= 205n/mm2综上,碗扣架抗压强度和稳定性满足要求. 地基承载力检算地基处理将杂填土挖除,然后换填60cm厚三七灰土,上面浇筑20cm厚c25砼.碗扣架下面用底托支撑,示意图如下顶托底的承载力为32.25/(0.15×0.15) = 1433kpa三七灰土和砼扩散角均按30o计2×0.45tan30o = 0.921433×0.152/(0.15+0.92)2 = 28.17kpa <

28、 180kpa（3）截面支架受力最大的部位为中腹板下方，故取此部分进行受力计算= 2×27 = 54kn/偏安全考虑，箱梁荷载取1.2倍计算f1 = 1.2×54 = 64.8kn/ 底模强度检算箱梁底模采用高强度竹胶板，板厚t = 12mm。竹胶板方木背肋间距为15cm。q = (f1+f2+f3+f4+f6+f7)×0.15= (64.8+2.5+2.0+2.0+2.0+0.16)×0.15 = 11.0kn/m模板力学性能： 弹性模量：e = 0.1 ×105 mpa 截面惯性矩：i = bh3/12 = 15×1.23/12

29、= 2.16cm4 截面抵抗矩：w = bh2/6 = 15×1.22/6 = 3.6cm³ 跨中最大弯矩：m = ql2/8 = (11.0×0.122)/8 = 0.02kn·m 弯拉应力：= m/w = (0.02×103)/(3.6×10-6) = 5.56mpa <【】= 11mpa 挠度：f = (5ql4)/384ei = (5×11.0×0.154)/(384×0.1×105×2.16×10-8) = 0.33mm < l/400 = 0.375m

30、m 综上,底模强度满足要求. 横向木枋强度检算横向方木为10×10cm方木，跨径为0.6m，中对中间距为0.25m.横向方木力学性能： 截面抵抗矩：w = bh2/6 = (0.1×0.12)/6 = 1.67×10-4m³ 截面惯性矩：i = bh3/12 = (0.1×0.13)/12 = 8.33×10-6m4 q = (f1+f2+f3+f4+f6+f7)×0.25 = (64.8+2.5+2.0+2.0+2.0+0.16)×0.25 = 18.4kn/m跨中最大弯矩： m = ql2/8 = (18.4&

31、#215;0.62)/8 = 0.83kn·m东北落叶松容许抗弯应力【】= 14.5mpa.弹性模量：e = 11×103mpa抗弯强度检算= m/w = (0.83×103)/(1.67×10-4) = 5.0mpa < 【】= 14.5mpa抗剪强度检算q = ql = 18.4×0.6= 11.0 kna = 0.1×0.1=0.01=q/2a = 11.0×10-3/（2×0.01） = 0.55mpa < 【】= 2.3mpa刚度验算 f = 5ql4/384ei = (5×18.4

32、×0.64)/(384×11×103×8.33×10-6)= 0.34mm < l/400 = 1.5mm综上，横向木枋强度满足要求。 纵向木枋强度检算纵向木枋为15×15cm.跨径为0.6m.间距为0.6m.截面惯性矩:i = bh3/12 = 0.15×0.153/12 = 4.22×10-5m4截面抵抗矩:w = bh2/6 = 0.15×0.152/6 = 5.625×10-4m³先按荷载为集中荷载进行检算0.6m长纵梁上承担的每根横梁重量为:0.1×0.1&#

33、215;0.6×6 = 0.036knq=0.036/0.6=0.06kn/m作用在横梁上的集中荷载为p = q横×0.6+0.081 = 18.4×0.6+0.036 = 11.1kn跨中最大弯矩:m =p(a2b+ab2+l3/8)/l2=11.1×0.6×(0.052×0.55+0.552×0.05+0.63/8)/0.62=0.8kn·m东北落叶松容许抗弯应力【】= 14.5mpa.弹性模量e = 11×103mpa横梁弯拉应力:= m/w = (0.8×103)/( 5.625

34、5;10-4) = 1.4mpa <【】= 14.5mpa.抗剪强度检算q = p= 11.1 kna = 0.15×0.15=0.0225=3q/2a = (3×11.1×10-3)/（2×0.0225）= 0.74mpa < 【】= 2.3mpa横梁挠度f =(a(3l2-4a2)*2+l3)p/48ei =(0.05×(3×0.62-4×0.052)×2+0.63)×11.1/（48×11×106×4.22×10-5） =0.16mm < l

35、/400 = 1.5mm再按荷载为均布荷载进行检算作用于纵梁上的均布荷载为:q纵 = (f1+f2+f3+f4+f6+f7)×0.6+0.06 = 44.2kn/m跨中最大弯矩为:m = ql2/8 = 44.2×0.62/8 = 2.0kn·m横梁弯拉应力= m/w = 2.0/(5.625×10-4) = 3.6mpa < 【】= 14.5mpa 抗剪强度检算 q = ql = 44.2×0.6= 26.6kna = 0.15×0.15=0.0225=q/2a = 26.6×10-3/（2×0.0225）

36、 =0.59mpa < 【】= 2.3mpa横梁挠度检算f = 5ql4/384ei = (5×44.2×0.64)/(384×11×106×4.22×10-5)= 0.16mm < l/400 = 1.5mm综上,纵梁强度满足要求. 碗扣架强度稳定性检算碗扣架布置间距为60×60cm,所以每根钢管承受上部60×60cm面积的重量,由箱梁的构造可知,中腹板下方的碗扣架受力最大.正中立杆进行验算，f = 1.2×27×2×0.6×0.6+ (f2+f3+f4+f5+

37、f6+f7)×0.6×0.6 = 26.6kn根据建筑施工碗扣式钢管脚手架安全技术规范5.1.7查得碗扣架规格为48×3.5mm,l = 120cm,回转半径为1.58cm，根据建筑施工扣件式钢管脚手架安全技术规范5.1.6查得q235a级钢材抗压设计值f=205n/mm2 = l / i = 120/1.58= 76 参照建筑施工碗扣式钢管脚手架安全技术规范查附录e得0.744。s = 3.14×(48/2)2-(48-2.8*2)2/4)= 397.6mm2(偏安全考虑，壁厚取2.8mm)f = 26.6×103/（0.744×3

38、97.6）= 89.9n/ mm2< 【f】= 205n/mm2综上,碗扣架抗压强度和稳定性满足要求. 地基承载力检算地基处理将杂填土挖除,然后换填60cm厚三七灰土,上面浇筑20cm厚c25砼.碗扣架下面用底托支撑,示意图如下顶托底的承载力为26.6/(0.15×0.15) = 1182.2kpa三七灰土和砼扩散角均按30o计2×0.8tan30o = 0.921182.2×0.152/(0.15+0.92)2 = 23.2kpa < 180kpa（4）截面支架受力最大的部位为中腹板下方，故取此部分进行受力计算= 2×27 = 54kn/偏

39、安全考虑，箱梁荷载取1.2倍计算f1 = 1.2×54 = 64.8kn/ 底模强度检算箱梁底模采用高强度竹胶板，板厚t = 12mm。竹胶板方木背肋间距为15cm。 q = (f1+f2+f3+f4+f6+f7)×0.15= (64.8+2.5+2.0+2.0+2.0+0.16)×0.15 =10.95kn/m模板力学性能： 弹性模量：e = 0.1 ×105 mpa 截面惯性矩：i = bh3/12 = 15×1.23/12 = 2.16cm4 截面抵抗矩：w = bh2/6 = 15×1.22/6 = 3.6cm³ 跨

40、中最大弯矩：m = ql2/8 = (10.95×0.122)/8 = 0.02kn·m 弯拉应力：= m/w = (0.02×103)/(3.6×10-6) = 5.6mpa <【】= 11mpa 挠度：f = 5ql4/384ei = (5×10.95×0.154)/(384×0.1×105×2.16×10-8) = 0.03mm < l/400 = 0.375mm 综上,底模强度满足要求.横向木枋强度检算横向方木为10×10cm方木，跨径为0.6m，中对中间距为0.3

41、m.横向方木力学性能： 截面抵抗矩：w = bh2/6 = (0.1×0.12)/6 = 1.67×10-4m³ 截面惯性矩：i = bh3/12 = (0.1×0.13)/12 = 8.33×10-6m4 q = (f1+f2+f3+f4+f6+f7)×0.3 = (64.8+2.5+2.0+2.0+2.0+0.16)×0.3 = 22.1kn/m跨中最大弯矩： m = ql2/8 = (22.1×0.62)/8 = 1.0kn·m东北落叶松容许抗弯应力【】= 14.5mpa.弹性模量：e = 11&#

42、215;103mpa抗弯强度检算= m/w = (1.0×103)/(1.67×10-4) = 6.0mpa < 【】= 14.5mpa抗剪强度检算q = ql = 22.1×0.6= 13.26 kna = 0.1×0.1=0.01=q/2a = 13.26×10-3/（2×0.01） = 0.66mpa < 【】= 2.3mpa刚度验算 f = 5ql4/384ei = (5×22.1×0.64)/(384×11×103×8.33×10-6)= 0.4mm &

43、lt; l/400 = 1.5mm综上，横向木枋强度满足要求。 纵向木枋强度检算纵向木枋为15×15cm.跨径为0.9m.间距为0.6m.截面惯性矩:i = bh3/12 = 0.15×0.153/12 = 4.22×10-5m4截面抵抗矩:w = bh2/6 = 0.15×0.152/6 = 5.625×10-4m³先按荷载为集中荷载进行检算0.6m长纵梁上承担的每根横梁重量为:0.1×0.1×0.6×6 = 0.036knq=0.036/0.6=0.06kn/m作用在横梁上的集中荷载为p = q横×0.6+0.081 = 22.1×0.6+0.036 = 13.3kn跨中最大弯矩:m =p(a2b+ab2+l3/8)/l2=13.3×0.6×(0.152×0.75+0.752×0.15+0.93/8)/0.92=1.9kn·m东北落叶松容许抗弯应力【】= 14.5mpa.弹性模量e = 11×103mpa横梁弯拉应力:= m/w = (1.9×103)/( 5